某六层砖混住宅毕业设计图纸及计算书.doc

'.目录第一章设计指导书.................................前附页第二章结构设计过程…………………………………………2页2-1板式楼梯的设计……………………………………………2页2-2预应力空心楼板的选用……………………………………4页2-3墙体的高厚比验算及承载力验算…………………………4页2-4挑梁的计算…………………………………………………12页2-5双向板的计算………………………………………………14页2-6单向板的计算………………………………………………15页2-7边梁的计算…………………………………………………15页2-8过梁的计算…………………………………………………16页2-9基础的计算…………………………………………………18页.页脚 .第二章结构设计过程2-1板式楼梯的设计梯段板计算跨度=8×0.28+0.1×2=2.44m,板厚100mm,休息平台净跨1.5m,板厚80mm,平台梁截面尺寸bh=200×300mm,楼梯开间2.6m,梯段宽1.1m,楼梯采用金属栏杆,选用材料为C20砼,I级钢筋。根据荷载规范,住宅楼梯荷载标准值取为2.0KN/m²。(1)梯段板(TB1)设计①计算荷载设计值取一个踏步宽280为计算单元,板厚100,现计算板宽1.1范围的荷载设计值踏步板自重[(0.116+0.283)/2×0.28×1.1×25]×1.2/0.28=6.58KN踏步地面重(0.28+0.167)×0.02×1.1×20×1.2/0.28=0.84KN/m底板抹灰重(0.326×0.02×1.1×17)×1.2/0.28=0.52KN/m栏杆重0.1×1.2=0.12KN/m人群荷载2.0×11×1.4=3.08KN/mq=11.14KN/m②配筋Mmax=ql²/8=11.14×2.44²/8=8.29KN·m每米宽弯矩设计值M=8.29/1.1=7.54KN·m/mαs=M/(αfcbh0²)=7.54×10÷(1.0×9.6×1000×80²)=0.123ξ=1-=0.132<ξb=0.614As=ƒcbξho/fy=9.6×1000×0.132×80/210=482.7mm²选受力纵筋为Φ10@150(As=550mm²),分布筋Φ6@250由于踏步板与平台梁整体现浇,TL1和TL2有一定嵌固作用,则在板的支座配负弯矩构造筋,以防平台梁对板的弹性约束而产生裂缝,其长ln/4=0.25×(2.44-0.2)=560mm,取600mm。(2)休息平台板(TB2)设计①计算荷载设计值取平台板宽1为计算单元,板厚100。平台板自重1.2×0.1×25=3.00KN/m平台板面层重1.2×0.02×20=0.40KN/m底板抹灰重1.2×0.02×17=0.41KN/m.页脚 .人群荷载1.4×2.0=2.80KN/mq=6.61KN/m②配筋平台板计算跨度lo=ln+h/2+b/2=1.5+0.1/2+0.2/2=1.65mMmax=ql²/8=6.61×1.65²/8=2.25KN·mαs=M/(αfcbh0²)=2.25×10÷(1.0×9.6×1000×80²)=0.037ξ=1-=0.038<ξb=0.614As=ƒcbξho/fy=9.6×1000×0.132×80/210=140.0mm²选受力纵筋为Φ10@150(As=550mm²),分布筋Φ6@250由于平台板与平台梁整体现浇,考虑嵌固作用,则在板的支座配负弯矩构造筋,以防平台梁对板的弹性约束而产生裂缝,其长ln/4=0.25×1.5=375mm,取450mm。(3)平台梁设计①计算荷载设计值踏步板传来荷载11.14/1.1×2.44/2=11.34KN/m平台板传来荷载6.61×(1.5/2+0.2)=6.28KN/m平台梁自重1.2×0.2×(0.3-0.1)×25=1.2KN/m梁侧抹灰重1.2×0.02×2×0.3×17=0.24KN/mq=19.06KN/m②配筋平台梁计算跨度:lo=ln+a=2.36+0.24=2.65mlo=1.05ln=1.05×2.36=2.48m取计算跨度lo=2.48mMmax=ql²/8=19.06×2.48²/8=14.65KN·mV=ql/2=19.06×2.36/2=22.49KNαs=M/(αfcbh0²)=14.65×10÷(1.0×9.6×200×265²)=0.109ξ=1-=0.116<ξb=0.614As=ƒcbξho/fy=9.6×200×0.116×265/210=281.1mm²选受力纵筋为3Φ12(As=339mm²)V<0.1ƒcbho=0.1×9.6×200×265=50880N=50.88KN按构造配筋Φ6@150(4)角梁(JL)设计①计算荷载设计值截面尺寸bh=200×300mm底层梯段板计算跨度=10×0.28+0.2=3.0m.页脚 .踏步板传来荷载11.14/1.1×3.0/2=11.63KN/m梁自重1.2×0.2×(0.3-0.1)×25=1.2KN/m梁侧抹灰重1.2×0.02×2×0.3×17=0.24KN/mq=13.07KN/m②配筋平台梁计算跨度:lo=ln+a=1.1+0.24=1.34mlo=1.05ln=1.05×1.1=1.16m取计算跨度lo=1.16mMmax=ql²/8=13.07×1.16²/8=2.20KN·mV=ql/2=13.07×1.1/2=7.19KNαs=M/(αfcbh0²)=2.2×10÷(1.0×9.6×200×265²)=0.016ξ=1-=0.016<ξb=0.614As=ƒcbξho/fy=9.6×200×0.016×265/210=38.8mm²选受力纵筋为2Φ8(As=101mm²)V<0.1ƒcbho=0.1×9.6×200×265=50880N=50.88KN按构造配筋Φ6@1502-2预应力空心楼板的选用(1)3.6跨卧室水泥楼面0.40KN/m²,板底粉刷0.25KN/m²,楼面活荷载标准值2.0KN/m²。选600宽的楼板型号,采用冷低碳钢丝级I级配筋荷载设计值γGGk+γQQk=1.2×(0.40+0.25)+1.4×2=3.58KN/m²荷载短期组合值Gk+Qk=(0.40+0.25)+0.5×2=2.65KN/m²荷载长期组合值Gk+ψqQk=(0.4+0.25)+0.5×2=1.65KN/m²查表选YKB3661(2)3.3m跨卧室计算同上,选YKB3361(3)4.2m跨卧室选500mm宽,计算同上,选YKB4251(4)2.9m跨餐厅选500mm宽,计算同上,选YKB30512-3墙体的高厚比验算及承载力验算高厚比验算:内外墙采用Mu10机砖,M7.5混合砂浆砌筑,则[β]=26(1)一层A轴线上⑤⑦间纵墙横墙间距S=3.3m层高H=3.0+0.6+0.5=4.10m由2H=6.0mH≤S≤2H.页脚 .得墙的计算高度Ho=0.4S+0.2H=0.4×4.2+0.2×4.1=2.50mh=240mm非承重240mm墙u1=1.2u2=1-0.4bs/s=1-0.4×1.8/3.3=0.78>0.7β=Ho/h=2500/240=10.40.7β=Ho/h=2500/240=10.4NI=17.05KN满足要求II-II截面ƒ=1.69MPaS=5.7mH=3.0m则HNII=150.69KN满足要求(4)轴线①②间C号纵墙此段墙为外纵墙,受一侧楼(屋)盖传来的荷载,故为偏心受压。控制面取6层顶板底标高I-I截面和1层顶板底标高处II-II截面,取1m长体作计算单元。只有现浇板支承于该段墙上,则每层墙体的高度:6层3.0-0.08-0.28=2.68m1到5层3.0-0.1-0.24=2.66m①计算控制截面轴向压力设计值及偏心距eo(eo=240/2-0.4×10)见下页表2②I-I截面(6层顶板底)轴向压力设计值NI=NBG7+NBQ7+NW7=40.88+11.97+16.34=69.16KN偏心距e=(NBG7+NBQ7)eo/NI=(40.88+11.97)×0.092/69.16=0.07mII-II截面(1层顶板底)轴向压力设计值NII=NI+0.7∑NBQi+∑NBGi+∑Nli+∑NWi+∑Nci=17.05+0.7×5×11.97+5×25.45+5×4.08+(32.17+4×31.88)+5×0.58=421.30KN.页脚 .偏心距e=(NBG2+0.7NBQ2)eo/NII=(25.45+0.7×11.97)×0.089/421.30=0.007m表2板传恒载NBGi(KN)板传活载NBQi(KN)门窗重Nci(KN)墙重NWi(KN)梁重Nli(KN)板载偏心距eo(mm)屋面1.35×5.06××2.1×5.7×/2=7.171×2×2.1×5.7/2=11.971.35×5.24×2.1×1.1=16.34240/2-0.4×10×=926层1.35×3.15××2.1×5.7/2=25.451×2×2.1×5.7/2=11.971.35×0.4×4.2×0.9=0.581.35×5.24×(2.1×2.68-0.9×1.2)=32.171.35×25×2.1×0.24×0.24=4.085层25.4511.970.5831.884.084层25.4511.970.5831.884.083层25.4511.970.5831.884.082层25.4511.970.5831.884.08240/2-0.4×10×=89③承载力验算I-I截面ƒ=1.69MPaS=2.1mH=3.0mSNI=69.16KN满足要求II-II截面ƒ=1.69MPaS=2.1mH=3.0mSNII=421.30KN满足要求(5)1/B与C间4号横墙此段墙两侧受楼(屋)盖传来的荷载,控制面取±0.000标高处,取1m长墙体作计算单元。①计算控制截面轴向压力设计值表3板传恒载NBGi(KN)板传活载NBQi(KN)墙重NWi(KN)梁重Nli(KN)屋面1.35×5.06×(2.9/2+4.2/2)=24.251.0×2×1×2.1/2=2.16层1.35×1×(2.9/2×3.15+4.2/2×2.64)=13.651.0×2×1×2.1/2=2.11.35×5.24×1×2.64=18.681.35×25×1×0.24×0.24=1.945层13.651018.681.944层13.651018.681.943层13.651018.681.942层13.651018.681.941层18.681.94②±0.000标高处轴向压力设计值NI=∑NBGi+0.7∑NBQi++∑Nli+∑NWi=(24.25+5×13.65)+0.7×6×10+6×1.94+6×18.68=258.22KN知ƒ=1.69MPaS=1.5mH=3.0m则SNI=258.22KN满足要求(6)AB间①号横墙此段墙为外横墙,受一侧楼(屋)盖传来的荷载,故为偏心受压。控制面取6层顶板底标高I-I截面和1层顶板底标高处II-II截面,取.页脚 .1m长体作计算单元。①计算控制截面轴向压力设计值及偏心距eo(eo=240/2-0.4×10)②表4板传恒载NBGi(KN)板传活载NBQi(KN)墙重NWi(KN)梁重Nli(KN)板载偏心距eo(mm)屋面1.35×[5.06×1×3.6/2+2.6×1/4.5×1.5×3.6/2+25×3.6/2×1/4.5×0.35×0.24+4.44×1.1×3.3×0.12×1/4.5]=16.121.0×(2×1×3.6/2+2.5×1.5/4.2×1×1.8)=5.211.35×5.24×1.1×1=7.78240/2-0.4×10×=866层1.35×[2.6×1×3.6/2+2.6×1/4.5×1.5×3.6/2+25×3.6/2×1/4.5×0.35×0.24+4.44×1.1×3.3×0.12×1/4.5]=10.141.0×(2×1×3.6/2+2.5×1.5/4.2×1×1.8)=5.211.35×5.24×1×2.64=18.661.35×25×1×0.24×.24=1.945层10.145.2118.661.944层10.145.2118.661.943层10.145.2118.661.942层10.145.2118.661.94240/2-0.4×10×=86②I-I截面(6层顶板底).页脚 .轴向压力设计值NI=NBG7+NBQ7+NW7=16.12+5.21+7.78=29.11KN偏心距e=(NBG7+NBQ7)eo/NI=(16.12+5.21)×0.086/29.11=0.06mII-II截面(1层顶板底)轴向压力设计值NII=NI+0.7∑NBQi+∑NBGi+∑Nli+∑NWi=29.11+5×10.14+0.7×5×5.21+5×1.94+5×18.66=201.05KN偏心距e=(NBG2+0.7NBQ2)eo/NII=(10.14+0.7×5.21)×0.086/201.05=0.006m③承载力验算I-I截面ƒ=1.69MPaS=4.5mH=3.0m则HNI=29.11KN满足要求II-II截面ƒ=1.69MPaS=4.5mH=3.0m则HNII=201.05KN满足要求(7)AB间3号横墙此段墙两侧受楼(屋)盖传来的荷载,控制面取±0.000标高处,取1m长墙体作计算单元。①计算控制截面轴向压力设计值表5板传恒载NBGi(KN)板传活载NBQi(KN)墙重NWi(KN)梁重Nli(KN)屋面1.35×[2.6×1×3.6+2.6×1/4.5×1.5×3.6+25×3.6×1/4.5×0.35×0.24+4.44×1.1×5.1×0.12×1/4.5]=14.821.0×(2×1×3.6+2.5×1.5/4.2×1×1.8)=8.81.页脚 .6层14.828.811.35×5.24×1×2.64=18.681.35×25×1×0.24×0.24=1.945层14.828.8118.681.944层14.828.8118.681.943层14.828.8118.681.942层14.828.8118.681.941层18.681.94②±0.000标高处轴向压力设计值NI=∑NBGi+0.7∑NBQi++∑Nli+∑NWi=6×14.82+0.7×6×8.81+6×1.94+6×18.68=249.64KN知ƒ=1.69MPaS=4.5mH=3.0m则HNI=249.64KN满足要求2-4挑梁的计算取轴线上阳台楼层挑梁计算(1)选材料用C25砼，HRB335受力钢筋（II级），HPB235（I级），则fc=9.6N/㎡,fyv=210/mm(2)确定挑梁尺寸根部高度h≥1/6×1.5=0.25m,端部高h1=400mm,平均高度=(400+200)/2=300mm,宽度b=250mm(3)计算作用在挑梁上的荷载①均布荷载设计值楼面传来的荷载（活荷载不折减）（1.2×2.60+1.4×2.5）×3.6=23.83KN/m梁上砌体重量1.2×(3-0.3)×5.24=16.98KN/m梁自重1.2×(0.25×0.3×25+0.02×20×2×0.3)=2.54KN/mq=43.35KN/m②梁端集中荷载设计值栏板重量(4.44KN/m)F=1.2×4.44×3.6=19.18KN/m.页脚 .(4)抗倾覆验算①求Xl1=(1.52)l=(1.52)×1.5=(2.253)m取l1=2.0m>2.2hb=880mm则X0=0.3h=0.3×400=120mm因挑梁下有构造柱则取X0"=0.5X0=0.5×120=60mm②计算由荷载设计值产生的倾覆力矩Mov=43.35×1.5×(1.5/2+0.06)+19.18×(1.5+0.06)=82.59KN•m③计算由恒载标准值产生的抗倾覆力矩本层墙体产生的抗倾覆荷载见图，墙体自重标准值（不考虑粉刷时重为19KN/m³）产生的抗倾覆力矩Mr1等于图中a,b,c各部分墙重对点O的力矩之和（l3为45º扩展角边线的水平投影长）Gra=19×0.24×2.0×(3-0.4)=23.71KNla=2.0/2=1.0mGrb=19×0.24×2.4²×1/2=13.13KNlb=2+2×1/3=2.67mGrc=19×0.24×2.0×(3-2)=9.12KNlc=2+2.0/2=3m∴Mr1=Mr1a+Mr1b+Mr1c=0.8Gra(la-X0)+0.8Grb(la-X0)+0.8Grc(lc-X0)=0.8×23.71×(1-0.06)+0.8×13.13×(2.67-0.06)+0.8×9.12×(3-0.06)=66.70KN•m本层楼盖恒荷载标准值产生的抗倾覆力矩Mr2=2.60×3.6×2.0×(2.0/2-0.06)×0.8=29.05KN•mMr=Mr1+Mr2=66.70+29.05=95.75KN•m>Mov=82.59KN•m满足要求(5)挑梁下墙体局部受压承载力验算计算由倾覆荷载设计值产生的轴向力R=43.26×1.5+19.18=84.07KNNl=2R=168.14KNη=0.7r=1.5f=1.69MpaAl=1.2bhb=1.2×250×400=120000mm²ηrfAl=0.7×1.5×1.69×120000=212.94KN>Nl满足要求(6)挑梁的承载力计算最大弯矩设计值等于倾覆力矩Mmax=Mov=82.59KN•m最大剪力设计值为挑梁在墙外边缘处的剪力Vmax=43.35×1.5+19.18=84.21KNαs=M/αfcbh0²=82.59×10÷(1.0×9.6×250×265²)=0.395ξ=1+(1-2αs)½=0.542<ξb=0.550As=fcbξh0/fy=11.9×250×0.542×265/300=1424.3mm²选4Φ22(As=1520mm²).页脚 .验算截面尺寸V/bh0=84.21×10³÷(250×265)=1.271<0.25fc=2.97>0.7ft=0.7×1.27=0.889截面尺寸可用，按计算配箍配箍计算Asv/s=(V-0.7ftbho)÷1.25fyvho=(84.21×10³-0.7×1.27×250×265)÷(1.25×210×265)=0.364选双肢(n=2)Φ6箍筋(Asv1=28.3mm²)则箍筋间距s=200Asv1/0.364=155.5mm取s=150mm满足箍筋最大间距和最小直径ρsv=Asv/bs=56.6(250×150)=0.00151>0.24ft/fyv=0.24×1.27/210=0.00145满足要求2-5双向板的计算设板厚100mm,楼面采用20mm厚水泥砂浆面层,天棚抹灰20mm厚混合砂浆,采用C20砼ƒc=9.6N/mm²,HPB235级钢筋(I级)ƒy=210N/mm²①荷载计算:20mm厚水泥砂浆楼面0.02m×20KN/m³=0.40KN/m²100厚板自重0.1m×25KN/m³=2.50KN/m²20mm厚天棚抹灰0.02m×17KN/m³=0.34KN/m²恒载标准值3.24KN/m²恒载设计值gk=1.2×3.24KN/m²=3.89KN/m²活载设计值Pk=1.4×2.0KN/m²=2.80KN/m²荷载设计值q=gk+Pk=3.89KN/m²+2.80KN/m²=6.69KN/m²②按塑性理论计算,双向板四周与圈梁整浇计算跨度lx=2.9-0.24=2.66mly=3.0-0.24=2.76mn=ly/lx=2.76/2.66=1.04取α=1/n²=0.92β=2采用分离式配筋,各塑性铰线上总弯矩为Mx=lymx=2.76mxMy=lxmy=αlxmx=0.92×2.66mx=2.45mxMx"=Mx”=lymx’=βlymx=2×2.76mx=5.52mxMy"=My”=lxmy’=βlxmy=βαlxmx=2×0.92×2.66mx=4.89mx代入2Mx+2My+Mx"+Mx”+My"+My”=Plx²(3ly-lx)/12解得.页脚 .mx=0.71KN·m/mmy=αmx=0.92×0.71=0.65KN·m/mlx方向mx=0.71KN·mho=h-20=100-20=80mm近似按As=m÷(0.95ƒyho)=0.71×10÷(0.95×210×80)=44.49mm²ly方向my=0.65KN·mho=h-30=70mmAs=m÷(0.95ƒyho)=0.65×10÷(0.95×210×80)=46.5mm²双向配Φ8@150(As=1008mm²)板四边构造筋(伸出墙750mm)2-6单向板的计算楼面采用20mm厚水泥砂浆面层,天棚抹灰20mm厚混合砂浆,采用C20砼ƒc=9.6N/mm²,HPB235级钢筋(I级)ƒy=210N/mm²板按考虑塑性内力重分布计算,考试刚度要求,板厚h≥(1/35~1/40)=52.5mm~60mm,取h=100mm①荷载计算:20mm厚水泥砂浆楼面0.02m×20KN/m³=0.40KN/m²100mm厚板自重0.1m×25KN/m³=2.50KN/m²20mm厚天棚抹灰0.25KN/m²恒载标准值3.15KN/m²荷载设计值q=gk+Pk=1.2×3.15+1.4×2.0=6.58KN/m²②按塑性理论计算,板四周与圈梁整浇计算跨度lx=ln=2.1-0.24=1.86m配筋:I-I板带(板的边带)M=qlo²/16=6.58×1.86²/16=1.42KN·mαs=M/(αfcbh0²)=1.42×10÷(1.0×9.6×1000×75²)=0.026ξ=1-=0.026<ξb=0.614As=ƒcbξho/fy=9.6×1000×0.026×75/210=89.1mm²II-II板带M=0.8×1.42=1.14KN·mαs=M/(αfcbh0²)=1.14×10÷(1.0×9.6×1000×75²)=0.021ξ=1-=0.021<ξb=0.614As=ƒcbξho/fy=9.6×1000×0.021×75/210=72mm²则受力筋配Φ6@200,分布筋Φ8@100,板四边构造筋Φ6@200(伸出墙500mm).页脚 .2-7边梁的计算(1)厨房栏板下设边梁初定梁宽=200mm,梁高h=400mmq=1.2×19×0.24×1=5.47KN/m<7KN/m选BL3032(92ZG312)Al=aob=240×200=48000mm²Nl=1/2×5.47×3=8.21KN<ηγƒAl=1.0×1.25×1.69×4800=101.4KN满足要求(2)阳台栏板下设边梁初定梁宽=200mm,梁高h=400mmq=1.2×19×0.24×1=5.47KN/m<7KN/m选BL3632(92ZG312)Al=aob=240×200=48000mm²Nl=1/2×5.47×3.6=9.85KN<ηγƒAl=1.0×1.25×1.69×4800=101.4KN满足要求2-8过梁的计算采用C20砼,HPB235级钢筋ƒt=1.10N/mm²ƒc=9.6N/mm²(1)取④轴线上客厅与餐厅之间联系洞口上的过梁跨度ln=1.56m高度h=240mm宽度b=240mm内力计算:梁板荷载q=1.2×[2.64×2.9/2+2.64×4.2/2+0.24×0.24×25+0.02×20×(2×0.24+0.24)]计算跨度lo=1.05ln=1.05×1.56=1.64mM=qlo²/8=13.32×1.64²/8=4.59KN·mV=qln/2=13.31×1.56/2=10.39KN配筋:αs=M/(αfcbh0²)=4.59×10÷(1.0×9.6×240×205²)=0.047ξ=1-=0.048<ξb=0.614As=ƒcbξho/fy=9.6×240×0.048×205/210=108.0mm²圈梁下部2Φ12(As=226mm²)已满足Vc=0.7ƒtbho=0.7×1.10×140×205=37.88KN>V按构造配箍Φ6@150ρsv=Asv/bs=56.6÷(240×150)=0.00157>0.24ƒt/ƒyv=0.24×1.10/210=0.00126满足(2)客厅窗C-3上以圈代过跨度ln=2.4m高度h=240mm宽度b=240mm内力计算:梁上墙高hw=1.1m>ln/3=0.8m按高为0.8m的墙体均布自重计算q=1.2×[0.8×5.24+0.24×0.24×25+0.02×20×(2×0.24+0.24)]=7.10KN/m计算跨度lo=1.05ln=1.05×2.4=2.52mM=qlo²/8=7.10×2.52²/8=5.64KN·mV=qln/2=7.10×.页脚 .2.4/2=8.52KN配筋αs=M/(αfcbh0²)=5.64×10÷(1.0×9.6×240×205²)=0.0582ξ=1-=0.06<ξb=0.614As=ƒcbξho/fy=9.6×240×0.06×205/210=134.9mm²圈梁下部2Φ12(As=226mm²)已满足Vc=0.7ƒtbho=0.7×1.10×140×205=37.88KN>V按构造配箍Φ6@150ρsv=Asv/bs=56.6÷(240×150)=0.00157>0.24ƒt/ƒyv=0.24×1.10/210=0.00126满足(1)M-1上过梁跨度ln=0.9m高度h=120mm宽度b=240mm过梁上墙高hw=3-2.1-0.12-0.24-0.12=0.42m>ln/3=0.3m则按0.3m墙体均布自重计算又hwln/3=0.27m则按0.27m墙体均布自重计算又hwln/3=0.9m.页脚 .则按0.4m墙体均布自重计算又hw